Metode B KESIMPULAN DAN SARAN

Universitas Kristen Maranatha 193 8 comb8 249.96 7.65 -38.93 2.21 11.50 9 comb9 245.03 -15.97 -39.10 9.69 11.57 10 comb10 262.33 -14.78 38.29 9.66 -10.31 11 comb11 186.27 37.15 11.66 -8.50 -2.98 12 comb12 181.08 36.79 -11.55 -8.49 3.59 13 comb13 164.66 -41.93 -12.12 16.45 3.81 14 comb14 169.85 -41.57 11.09 16.44 -2.75 15 comb15 186.58 10.01 38.55 0.22 -10.56 16 comb16 169.28 8.82 -38.84 0.25 11.33 17 comb17 164.36 -14.79 -39.01 7.73 11.39 18 comb18 181.65 -13.61 38.38 7.70 -10.49 Result Summary Sr.No Combination Puton Cap.Ratio-Bot Cap.Ratio-Top Remarks 1 comb1 272.95 0.237 0.237 Capacity OK 2 comb2 304.95 0.265 0.265 Capacity OK 3 comb3 266.94 0.292 0.232 Capacity OK 4 comb4 261.76 0.289 0.227 Capacity OK 5 comb5 245.34 0.30 0.221 Capacity OK 6 comb6 250.53 0.301 0.224 Capacity OK 7 comb7 267.25 0.296 0.232 Capacity OK 8 comb8 249.96 0.285 0.217 Capacity OK 9 comb9 245.03 0.296 0.213 Capacity OK 10 comb10 262.33 0.302 0.228 Capacity OK 11 comb11 186.27 0.247 0.162 Capacity OK 12 comb12 181.08 0.243 0.157 Capacity OK 13 comb13 164.66 0.251 0.16 Capacity OK 14 comb14 169.85 0.251 0.163 Capacity OK 15 comb15 186.58 0.249 0.162 Capacity OK 16 comb16 169.28 0.237 0.147 Capacity OK 17 comb17 164.36 0.247 0.153 Capacity OK 18 comb18 181.65 0.252 0.163 Capacity OK

2. Metode B

General Project Information Project Tugas Akhir Job No Company Designer Remarks Software CSICOL Version: 8.4 Rev. 0 File Name E:\Rie nebeng\Skripsi Rie\TA Riri\gambar\kolom\SNI statik \c39 Working Units Metric m, Ton, Ton-m, kgcm2 Design Code ACI-318-05 Sections in Current File Column:C39 Basic Design Parameters Caption = C39 Default Concrete Strength, Fc = 250 kgcm2 Default Concrete Modulus, Ec = 240000 kgcm2 Maximum Concrete Strain = 0.003 inin Rebar Set = ASTM Default Rebar Yeild Strength, Fy = 4000 kgcm2 Default Rebar Modulus, Es = 2000000 kgcm2 Default Cover to Rebars = 4.00 cm Maximum Steel Strain = Infinity Transverse Rebar Type = Ties Total Shapes in Section = 1 Consider Slenderness = No Universitas Kristen Maranatha 194 Cross-section Shapes Shape Width Height Conc Fc SS Curve Rebars cm cm kgcm2 Rectangular Shape 70.00 70.00 250.00 ACI-Whitney Rectangular 12-18 Rebar Properties Sr.No Designation Area Cord-X Cord-Y Fy SS Curve cm2 cm cm kgcm2 1 18 25.8 4.00 4.00 4000 Elasto-Plastic 2 18 25.8 4.00 66.00 4000 Elasto-Plastic 3 18 25.8 66.00 66.00 4000 Elasto-Plastic 4 18 25.8 66.00 4.00 4000 Elasto-Plastic 5 18 25.8 4.00 24.67 4000 Elasto-Plastic 6 18 25.8 4.00 45.33 4000 Elasto-Plastic 7 18 25.8 24.67 66.00 4000 Elasto-Plastic 8 18 25.8 45.33 66.00 4000 Elasto-Plastic 9 18 25.8 66.00 45.33 4000 Elasto-Plastic 10 18 25.8 66.00 24.67 4000 Elasto-Plastic 11 18 25.8 45.33 4.00 4000 Elasto-Plastic 12 18 25.8 24.67 4.00 4000 Elasto-Plastic 12-18 Total Area = 309.8 cm2 Steel Ratio = 6.32 Basic Section Properties: Total Width = 70.00 cm Total Height = 70.00 cm Center, Xo = 0.00 cm Center, Yo = 0.00 cm X-bar Right = 35.00 cm X-bar Left = 35.00 cm Y-bar Top = 35.00 cm Y-bar Bot = 35.00 cm Transformed Properties: Base Material = fc = 250 kgcm2 Area, A = 4,900.0 cm2 Inertia, I33 = 2.00E+06 cm4 Inertia, I22 = 2.00E+06 cm4 Inertia, I32 = 0.00E+00 cm4 Radius, r3 = 20.207 cm Radius, r2 = 20.207 cm Additional Section Properties: Transformed Properties: Base Material = fc = 250 kgcm2 Modulus, S3Top = 5.72E+04 cm3 Modulus, S3Bot = 5.72E+04 cm3 Modulus, S2Left = 5.72E+04 cm3 Modulus, S2Right = 5.72E+04 cm3 Plastic Modulus, Z3 = 1.46E+05 cm3 Plastic Modulus, Z2 = 1.46E+05 cm3 Torsional, J = 3.47E+06 cm4 Shear Area, A3 = 4,256.7 cm2 Shear Area, A2 = 4,256.7 cm2 Principal Angle = 0.00E+00 Deg Inertia, I33 = 2.00E+06 cm4 Inertia, I22 = 2.00E+06 cm4 Framing Along-X Total CC Length, Lc = 3.500 m Unsupported Length, Lu = 3.000 m Framing Type = 4 Framing Case = 0 K Factor, Braced = 1.00 Klr, Braced = 14.85 K Factor, Unbraced = 1.00 Universitas Kristen Maranatha 195 Klr, Unbraced = 14.85 Framing Along-Y Total CC Length, Lc = 3.500 m Unsupported Length, Lu = 3.000 m Framing Type = 4 Framing Case = 0 K Factor, Braced = 1.00 Klr, Braced = 14.85 K Factor, Unbraced = 1.00 Klr, Unbraced = 14.85 Final Design Loads Sr.No Combination Load Pu Mux-Bot Muy-Bot Mux-Top Muy-Top ton ton-m ton-m ton-m ton-m 1 comb1 272.95 -3.72 -0.36 6.18 0.65 2 comb2 304.95 -4.40 -0.36 7.34 0.68 3 comb3 259.08 7.13 2.94 2.56 -0.34 4 comb4 257.65 7.03 -3.44 2.57 1.47 5 comb5 253.21 -14.27 -3.59 9.31 1.53 6 comb6 254.63 -14.17 2.79 9.31 -0.28 7 comb7 259.19 -0.21 10.34 4.92 -2.42 8 comb8 254.43 -0.54 -10.94 4.93 3.59 9 comb9 253.10 -6.93 -10.98 6.95 3.61 10 comb10 257.85 -6.60 10.29 6.95 -2.41 11 comb11 178.40 8.31 3.04 0.60 -0.52 12 comb12 176.97 8.21 -3.34 0.60 1.29 13 comb13 172.53 -13.09 -3.50 7.35 1.35 14 comb14 173.96 -12.99 2.88 7.35 -0.45 15 comb15 178.51 0.97 10.43 2.96 -2.60 16 comb16 173.76 0.64 -10.84 2.97 3.42 17 comb17 172.42 -5.75 -10.89 4.99 3.43 18 comb18 177.18 -5.42 10.38 4.98 -2.58 Result Summary Sr.No Combination Puton Cap.Ratio-Bot Cap.Ratio-Top Remarks 1 comb1 272.95 0.237 0.237 Capacity OK 2 comb2 304.95 0.265 0.265 Capacity OK 3 comb3 259.08 0.225 0.225 Capacity OK 4 comb4 257.65 0.224 0.224 Capacity OK 5 comb5 253.21 0.22 0.22 Capacity OK 6 comb6 254.63 0.221 0.221 Capacity OK 7 comb7 259.19 0.225 0.225 Capacity OK 8 comb8 254.43 0.221 0.221 Capacity OK 9 comb9 253.10 0.22 0.22 Capacity OK 10 comb10 257.85 0.224 0.224 Capacity OK 11 comb11 178.40 0.155 0.155 Capacity OK 12 comb12 176.97 0.154 0.154 Capacity OK 13 comb13 172.53 0.158 0.15 Capacity OK 14 comb14 173.96 0.158 0.151 Capacity OK 15 comb15 178.51 0.155 0.155 Capacity OK 16 comb16 173.76 0.151 0.151 Capacity OK 17 comb17 172.42 0.155 0.15 Capacity OK 18 comb18 177.18 0.157 0.154 Capacity OK

3. Metode C